CN212670554U - Full-casing hydraulic hammering soil-squeezing cast-in-place pile device - Google Patents
Full-casing hydraulic hammering soil-squeezing cast-in-place pile device Download PDFInfo
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- CN212670554U CN212670554U CN202020997186.3U CN202020997186U CN212670554U CN 212670554 U CN212670554 U CN 212670554U CN 202020997186 U CN202020997186 U CN 202020997186U CN 212670554 U CN212670554 U CN 212670554U
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Abstract
The utility model relates to a full-casing hydraulic hammering soil-squeezing cast-in-place pile device, which comprises an outer casing and a hydraulic hammer sleeved in the outer casing, wherein the bottom of the hydraulic hammer is fixedly provided with an inner pile tip, and correspondingly, the bottom of the outer casing is fixedly provided with an outer casing pile shoe which is abutted with the side wall of the inner pile tip; the hydraulic hammer drives the inner pile tip to move downwards, and further drives the outer sleeve and the outer sleeve pile shoe to synchronously move downwards; the invention has simple structure and reasonable design, on one hand, the invention greatly reduces the engineering amount of earth and slurry outward transportation, avoids the pollution of building residue soil and slurry to the surrounding environment, on the other hand, the compaction of the soil body improves the pile end bearing capacity and the pile side friction of the foundation soil, reduces the usage amount of the pile, thereby the work efficiency of the construction method is improved by more than times compared with the prior various pile foundation construction methods.
Description
Technical Field
The utility model belongs to the technical field of the construction, especially, relate to a crowded native bored concrete pile device of full sleeve pipe hydraulic pressure hammering.
Background
At present, the types of pile foundations used in various projects are dozens of, and according to different construction processes, the current leading pile types in China are divided into a bored pile, a vibrating bored pile, a rammed pile, a manual hole digging pile, a prestressed pipe pile, various flexible semi-flexible piles (such as a cement mixing pile and a powder spraying pile, a high-pressure rotary spraying pile, a sand pile or a gravel pile) for soft foundation treatment and the like. With respect to the various types of leading pile types currently used, the following problems exist:
(1) quality problems such as pile breakage, necking, separation and mud inclusion and the like often occur to the cast-in-situ bored pile, so that engineering hidden troubles are caused; the construction process is complex, the construction time is long, and the labor input is large; the solid waste is large in quantity, and the environmental pollution is serious; the sediment at the bottom of the hole is not easy to be discharged, and the mud on the side of the pile left by the mud protective wall, thereby greatly reducing the counter force at the bottom of the cast-in-place pile and the friction force of the side wall, and reducing the bearing capacity of the pile foundation.
(2) Although the quality of the prestressed concrete pipe pile construction is well controlled, the prestressed concrete pipe pile construction needs to be prefabricated in a factory, the shearing resistance of the pile is poor, the prestressed concrete pipe pile construction cannot be suitable for being used as a foundation pit fender pile, the welding performance and the corrosion resistance of the pile serving as an uplift pile are difficult to guarantee, static pile pressing type construction equipment is heavy, the site requirement is high, the environment pollution is high due to the adoption of a diesel hammer, the noise is high, and the prestressed concrete pipe pile construction cannot be suitable for urban construction.
(3) The vibration cast-in-place pile and the rammed pile all belong to pile types with small bearing capacity, the cross-sectional area of the pile is small, the bearing capacity and the shearing resistance are small, and the pile is not suitable for foundation pit fender piles and main pile types of high-rise buildings.
(4) The manual hole digging pile is suitable for pile shapes with large diameter and the depth of the pile within 15 meters, and is limited in many areas due to potential safety hazards and difficulty in solving the problems of mud running and sand running.
In short, the above various pile foundations always have such or other problems in the aspects of pile foundation quality, influence on the surrounding environment and buildings, construction safety, engineering cost and the like. Generally speaking, precast tubular piles or square piles are convenient to construct, have little pollution to the environment and lower cost, the size of the diameter of a bored (rotary-excavated) cast-in-place pile is simple to adjust, the bearing capacity can be increased along with the increase of the diameter of the pile, but the cost is high, and the pollution of slurry and earth transportation to the environment is large. In recent years, the full-casing rotary excavating cast-in-place pile, the rubbing tube washing and grabbing cast-in-place pile and the like are introduced by foreign technologies, the problems of soil squeezing, mud pollution and the like are solved, the equipment is expensive, the construction cost is extremely high, earthwork must be transported outwards, the bearing capacity is not different from that of the common cast-in-place pile, and the comprehensive efficacy is not high.
In view of the above problems, it is necessary to improve them.
SUMMERY OF THE UTILITY MODEL
The utility model relates to an overcome the defect among the above-mentioned prior art, provide pile foundation quality good, when being under construction to the surrounding environment influence little, the high-efficient safe and the crowded native bored concrete pile device of full sleeve pipe hydraulic pressure hammering that engineering cost is low of construction.
In order to achieve the above purpose, the utility model adopts the technical scheme that: a full-casing hydraulic hammering soil-squeezing cast-in-place pile device comprises an outer casing and a hydraulic hammer sleeved in the outer casing, wherein an inner pile tip is fixedly arranged at the bottom of the hydraulic hammer, and correspondingly, an outer casing pile shoe abutted against the side wall of the inner pile tip is fixedly arranged at the bottom of the outer casing; the hydraulic hammer drives the inner pile tip to move downwards, and further drives the outer sleeve and the outer sleeve pile shoe to synchronously move downwards.
As an optimized scheme of the utility model, the lateral wall bottom of interior stake point is formed with the interior concave step form body, and corresponding with this, outer tube pile shoe and outer tube junction are formed with interior convex step form body, and interior concave step form body and interior convex step form body looks butt.
As an optimal scheme of the utility model, the blotter has been laid to hydraulic hammer bottom, the hydraulic hammer passes through bolted connection with the interior stake point.
As an optimized proposal of the utility model, a force transmission column is assembled between the hydraulic hammer and the inner pile tip.
As a preferred scheme of the utility model, the bottom of the outer sleeve pile shoe is a downward spine part; the inclination angle of the spine part is consistent with the inclination angle of the pile head of the inner pile tip.
As an optimized proposal of the utility model, the diameter of the inner pile tip is smaller than that of the outer sleeve, and the inner pile tip is a hollow cone cast by pouring steel.
As an optimized proposal of the utility model, the clearance unilateral between the inner pile tip and the outer sleeve is 5-15 mm.
As an optimized proposal of the utility model, the clearance unilateral between the upper part of the inner pile tip and the pipe boot is 5-10 mm.
As a preferred scheme of the utility model, the clearance unilateral of hydraulic hammer and outer tube is >10 mm.
As an optimized proposal of the utility model, the surface of the inner pile tip is coated with an oxidation resistant material layer.
A construction method of a full-casing hydraulic hammering soil-squeezing cast-in-place pile device is characterized in that: the method comprises the following steps:
firstly, hammering the assembled hydraulic hammer, inner pile tip, outer sleeve and outer sleeve pile shoe into foundation soil through the hydraulic hammer;
sinking the hydraulic hammer, the inner pile tip and the outer sleeve to the designed elevation;
thirdly, pulling out the hydraulic hammer and the inner pile tip;
fourthly, hoisting a reinforcement cage in the outer sleeve;
step five, pouring concrete in the reinforcement cage in the step four;
step six, pulling out the outer sleeve through high-frequency vibration or a hydraulic pile extractor;
and seventhly, forming the pile.
The utility model has the advantages that:
1. the utility model has simple structure and reasonable design, on one hand, the construction amount of earthwork and mud outward transportation is greatly reduced, the pollution of building residue soil and mud to the surrounding environment is avoided, on the other hand, the compaction of the soil body improves the pile end bearing capacity and the pile side friction of the foundation soil, the usage amount of the pile is reduced, therefore, the work efficiency of the construction method is improved by more than times compared with the prior various pile foundation construction methods;
2. compared with the common slurry retaining wall drilling cast-in-place pile or rotary excavating pile, the construction speed of the cast-in-place pile is improved to the maximum extent in the aspect of the construction speed of the cast-in-place pile; the pile driver has hole forming amount as high as 300 m, capacity of the immersed tube to penetrate foundation soil and capacity of extruding most foundation soil except weathered rock. The outer sleeve with the length of more than 20 meters and the diameter of 600-2000 meters can be ensured to be sunk into the foundation once;
3. the full-length steel sleeve can avoid the problems of mud running, sand running and the like, basically ensures that most of foundation soil layers can be poured with concrete in dry operation, and can greatly improve the quality of pile body concrete by combining with vibration pipe drawing;
4. the built-in hydraulic hammer has a simple structure, is energy-saving and environment-friendly, is suitable for being used in cities, and is very convenient to construct and operate and free of pollution because other equipment is the existing equipment;
5. the utility model has the advantages of strong penetrating power of the inner pile tip, good integral structure, strong on-site construction, fast connection, better combination of the inner pile tip and the hydraulic hammer, suitability for different projects and geological conditions, and greatly improved construction utilization rate;
6. the bottom of the outer sleeve pile shoe of the utility model is a downward spine part; the inclination angle of the spine part is consistent with the inclination angle of the pile head of the inner pile tip; the bottom of the outer sleeve pile shoe can be better connected with the inner pile tip; the structure is inclined from top to bottom, the inclination angle is between thirty and sixty degrees, and the structure can be better connected with the ground; the toughness of the pile tip is enhanced;
7. the utility model discloses a blotter has been laid to hydraulic hammer bottom, and the key point lies in setting up the blotter and improving the multiple rigid connection of hydraulic hammer inside into elastic connection, absorbs shock wave and noise in proper order, prevents the direct contact and the collision of hydraulic hammer and interior stake point simultaneously, avoids the subassembly ageing or damage that the hydraulic hammer leads to because of directly colliding with interior stake point, improves life;
8. the surface of the inner pile tip is coated with an anti-oxidation material layer, so that the inner pile tip is prevented from being buried underground for a long time to generate oxidation;
9. the utility model discloses a be the dowel steel between hydraulic hammer and the interior stake point, main aim at: 1. the hydraulic hammer is convenient to be connected with the inner pile tip and is additionally provided with the cushion pad, 2, because the water at the bottom of the pile is squeezed into the outer sleeve through the gap between the pile tip and the outer sleeve, the influence of underground water on the hydraulic hammer and the cushion pad can be reduced.
Drawings
Fig. 1 is a schematic structural diagram of an embodiment of the present invention;
FIG. 2 is a partial enlarged view of embodiment A of the present invention;
description of the drawings: the pile comprises a hydraulic hammer 1, an inner pile tip 2, an outer sleeve 3, an outer sleeve pile shoe 4, an inner concave step body 5, an inner convex step body 6, a buffer pad 7, a force transmission column 8 and a spike part 40.
Detailed Description
The technical solution of the present invention will be described clearly and completely with reference to the accompanying drawings, and obviously, the described embodiments are some, but not all embodiments of the present invention. Based on the embodiments in the present invention, all other embodiments obtained by a person skilled in the art without creative work belong to the protection scope of the present invention.
In the description of the present invention, it is to be noted that, unless otherwise explicitly specified or limited, the terms "mounted," "connected," and "connected" are to be construed broadly, and may be, for example, fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meaning of the above terms in the present invention can be understood in specific cases to those skilled in the art.
Example 1:
as shown in fig. 1-2, the full-casing hydraulic hammering and soil-squeezing bored concrete pile device provided in this embodiment includes an outer casing 3, a hydraulic hammer 1 sleeved in the outer casing 3, an inner pile tip 2 fixed at the bottom of the hydraulic hammer 1, and an outer casing pile shoe 4 fixed at the bottom of the outer casing 3 and abutting against the side wall of the inner pile tip 2; the hydraulic hammer 1 drives the inner pile tip 2 to move downwards, and further drives the outer sleeve 3 and the outer sleeve pile shoe 4 to synchronously move downwards; the utility model discloses simple structure, reasonable in design reduces the engineering volume of earthwork and mud outward transportation by a wide margin on the one hand, has avoided building dregs and mud to the pollution of all ring edge borders, and the crowded close messenger foundation soil's of on the other hand soil pile end bearing capacity and the improvement of stake side friction power have reduced the use amount of stake, therefore adopt this construction method's work efficiency all to improve more than the multiple than current all kinds of pile foundation construction methods. The built-in hydraulic hammer is simple in structure, energy-saving and environment-friendly, and suitable for being used in cities, and other devices are all existing devices, so that the construction operation is very convenient, and no pollution is caused.
Compared with the common slurry retaining wall bored pile or rotary excavating pile, the utility model improves the construction speed of the bored pile to the maximum extent in the aspect of the construction speed of the bored pile; the pile driver has hole forming amount as high as 300 m, capacity of the immersed tube to penetrate foundation soil and capacity of extruding most foundation soil except weathered rock. The outer sleeve with the length of more than 20 meters and the diameter of 600-2000 meters can be ensured to be sunk into the foundation once.
Specifically, an inner concave step-shaped body 5 is formed at the bottom of the side wall of the inner pile tip 2, correspondingly, an inner convex step-shaped body 6 is formed at the joint of the outer sleeve pile shoe 4 and the outer sleeve 3, and the inner concave step-shaped body 5 is abutted to the inner convex step-shaped body 6; the utility model discloses an interior stake point penetrating power is strong, and overall structure nature is good, and site operation is strong, connects fast, can be better combine interior stake point and hydraulic hammer together, is applicable to the needs of different engineering and geological conditions, has improved construction utilization greatly.
A buffer cushion 7 is distributed at the bottom of the hydraulic hammer 1, the hydraulic hammer 1 is connected with the inner pile tip 2 through a bolt, the buffer cushion 7 is arranged between the hydraulic hammer 1 and the connecting bolt, and specifically, the buffer cushion 7 is an annular buffer cushion with iron plates on both sides; the utility model discloses a blotter has been laid to hydraulic hammer bottom, and the key lies in setting up the blotter and improves the inside many places rigid connection of hydraulic hammer into elastic connection, absorbs shock wave and noise in proper order, prevents the direct contact and the collision of hydraulic hammer and interior stake point simultaneously, avoids the hydraulic hammer because of the subassembly ageing or damage that leads to with interior stake point direct impact, improves life.
The bottom of the outer sleeve pile shoe 4 is provided with a downward spike part 40; the inclination angle of the spike part 40 is consistent with the inclination angle of the pile head of the inner pile tip 2; the bottom of the outer sleeve pile shoe can be better connected with the inner pile tip; the structure is inclined from top to bottom, the inclination angle is between thirty and sixty degrees, and the structure can be better connected with the ground; and the toughness of the pile tip is enhanced.
The surface of the inner pile tip is coated with an anti-oxidation material layer, so that the inner pile tip is prevented from being buried underground for a long time to generate oxidation.
Specifically, be power transmission post 8 between hydraulic hammer 1 and the interior stake point 2, main aim at: 1. the hydraulic hammer is convenient to be connected with the inner pile tip and is additionally provided with the cushion pad, 2, because the water at the bottom of the pile is squeezed into the outer sleeve through the gap between the pile tip and the outer sleeve, the influence of underground water on the hydraulic hammer and the cushion pad can be reduced.
A construction method of a full-casing hydraulic hammering soil-squeezing cast-in-place pile device comprises two processes of hole forming and concrete pouring, wherein in the hole forming process, an inner pile tip is hammered by a hydraulic hammer, a casing sinks along with the pile tip to squeeze soil to form a hole forming device, the single side of a gap between the inner pile tip 2 and an outer casing 3 serving as a main soil-squeezing device is 5-15mm, the single side of the gap between the upper part of the inner pile tip 2 and a pipe shoe 4 is 5-10mm, the single side of the gap between the hydraulic hammer and the casing is more than 10mm, and the casing adopts a full-length steel casing; the full-length steel sleeve can avoid the problems of mud running, sand running and the like, basically ensures that most of foundation soil layers can be poured with concrete in dry operation, and can greatly improve the quality of pile body concrete by combining with vibration pipe drawing.
The inner pile tip 2 and the outer sleeve 3 sink into the foundation soil under the hammering of the hydraulic hammer, as shown in fig. 1, the steps of the pore-forming and concrete pile pouring construction are as follows:
step one, because foundation soil is loose, the assembled hydraulic hammer 1, inner pile tip 2, outer sleeve 3 and outer sleeve pile shoe 4 are passed through
The hydraulic hammer 1 is hammered into the foundation soil;
step two, sinking the hydraulic hammer 1, the inner pile tip 2 and the outer sleeve 3 to a designed elevation;
thirdly, pulling out the hydraulic hammer 1 and the inner pile tip 2;
fourthly, hoisting a reinforcement cage in the outer sleeve 3;
step five, pouring concrete in the reinforcement cage in the step four;
sixthly, the outer sleeve 3 is pulled out through high-frequency vibration or a hydraulic pile extractor;
and seventhly, forming the pile.
Because the soil layer at the pile end is loose or the hole depth is shallow, the contact area between the outer sleeve and the inner pile tip can be properly reduced, the thickness of the pipe shoe 4 of the outer sleeve can be controlled within 40mm, and a general pile type steel reinforcement cage with a 50mm protective layer can be smoothly put down.
Example 2:
the utility model discloses the construction method of full sleeve pipe hydraulic pressure hammering crowded soil bored concrete pile device includes pore-forming and concrete placement two parts process, this pore-forming process is with hydraulic hammer hammering inner pile point, the sleeve pipe follows the stake point and sinks crowded soil pore-forming equipment, the clearance unilateral between inner pile point 2 and outer tube 3 as crowded soil main equipment is 5-15mm, the clearance unilateral between pile point 2 and pipe shoe 4 is 5-10mm, the clearance unilateral of hydraulic hammer and sleeve pipe is >10mm, the sleeve pipe all adopts the full length steel sleeve; the inner pile tip 2 and the outer sleeve 3 sink into foundation soil under the hammering of the hydraulic hammer, and the construction steps of pore-forming and concrete pile pouring are as follows:
firstly, hammering the assembled hydraulic hammer 1, inner pile tip 2, outer sleeve 3 and outer sleeve pile shoe 4 into foundation soil through the hydraulic hammer 1 because the foundation soil is hard or the pile depth is deep;
step two, sinking the hydraulic hammer 1, the inner pile tip 2 and the outer sleeve 3 to a designed elevation;
thirdly, pulling out the hydraulic hammer 1 and the inner pile tip 2;
fourthly, hoisting a reinforcement cage in the outer sleeve 3;
step five, pouring concrete in the reinforcement cage in the step four;
sixthly, the outer sleeve 3 is pulled out through high-frequency vibration or a hydraulic pile extractor;
and seventhly, forming the pile.
In actual operation, the following options can be made according to specific situations:
1. when the foundation soil is hard or the hole depth is deep, the weight of a hammer core of the hydraulic hammer is properly increased, the stroke of the hydraulic hammer is increased, meanwhile, in order to prevent the inner pile tip from crushing a pipe shoe of the outer sleeve and a contact surface between the inner pile tip and the pipe shoe, the contact area between the outer sleeve and the inner pile tip needs to be increased (namely, the wall thickness of the pile shoe is increased), and in order to ensure that the diameter of the reinforcement cage meets the design requirement, the reinforcement cage can be inserted into the reinforcement cage by adopting a vibration rear insertion method.
2. If rock embedding is needed, tools such as a down-the-hole hammer or a punching hammer can be selected to carry out rock embedding, and the steel reinforcement cage is placed after the design requirements are met.
3. And determining whether to adopt underwater concrete pouring or water pumping and then dry concrete pouring according to the underground water condition, and finally pulling out the outer sleeve 3 through a vibration hammer or a hydraulic pile extractor so as to ensure the pouring quality of the concrete.
Other contents of this embodiment can refer to embodiment 1.
The previous description of the disclosed embodiments is provided to enable any person skilled in the art to make or use the present invention. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other embodiments without departing from the spirit or scope of the invention; thus, the present invention is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.
Although the reference numerals in the figures are used more here: hydraulic hammer 1, internal pile point 2, external sleeve 3, external sleeve shoe 4, internal concave step 5, internal convex step 6, buffer pad 7, force transmission column 8, spike 40, etc., but the possibility of using other terms is not excluded. These terms are used merely to more conveniently describe and explain the nature of the present invention; they are to be construed in a manner that is inconsistent with the spirit of the invention.
Claims (10)
1. The utility model provides a crowded native bored concrete pile device of full sleeve pipe hydraulic pressure hammering which characterized in that: the pile driver comprises an outer sleeve (3) and a hydraulic hammer (1) sleeved in the outer sleeve (3), wherein the bottom of the hydraulic hammer (1) is fixedly provided with an inner pile tip (2), and correspondingly, the bottom of the outer sleeve (3) is fixedly provided with an outer sleeve pile shoe (4) abutted against the side wall of the inner pile tip (2); the hydraulic hammer (1) drives the inner pile tip (2) to move downwards, and then drives the outer sleeve (3) and the outer sleeve pile shoe (4) to synchronously move downwards.
2. The full casing hydraulic hammering soil-extruding cast-in-place pile device according to claim 1, characterized in that: an inner concave step-shaped body (5) is formed at the bottom of the side wall of the inner pile tip (2), an inner convex step-shaped body (6) is correspondingly formed at the joint of the outer sleeve pile shoe (4) and the outer sleeve (3), and the inner concave step-shaped body (5) is abutted against the inner convex step-shaped body (6).
3. The full casing hydraulic hammering soil-extruding cast-in-place pile device according to claim 1, characterized in that: the hydraulic hammer is characterized in that a cushion pad (7) is arranged at the bottom of the hydraulic hammer (1), and the hydraulic hammer (1) is connected with the inner pile tip (2) through a bolt.
4. The full-casing hydraulic hammering soil-extruding cast-in-place pile device according to claim 3, wherein: and a force transmission column (8) is assembled between the hydraulic hammer (1) and the inner pile tip (2).
5. The full casing hydraulic hammering soil-extruding cast-in-place pile device according to claim 2, wherein: the bottom of the outer sleeve pile shoe (4) is a downward spike part (40); the inclination angle of the spike part (40) is consistent with the inclination angle of the pile head of the inner pile tip (2).
6. The full-casing hydraulic hammering soil-extruding cast-in-place pile device according to claim 5, wherein: the diameter of the inner pile tip (2) is smaller than that of the outer sleeve (3), and the inner pile tip (2) is a hollow cone cast by pouring steel.
7. The full-casing hydraulic hammering soil-extruding cast-in-place pile device according to claim 6, wherein: the single side of the gap between the inner pile tip (2) and the outer sleeve (3) is 5-15 mm.
8. The full casing hydraulic hammering soil-extruding cast-in-place pile device according to claim 7, wherein: the single side of the gap between the upper part of the inner pile tip (2) and the outer sleeve pile shoe (4) is 5-10 mm.
9. The full casing hydraulic hammering soil-extruding cast-in-place pile device according to claim 1, characterized in that: the clearance unilateral of hydraulic hammer (1) and outer tube (3) is >10 mm.
10. The full casing hydraulic hammering soil-extruding cast-in-place pile device according to claim 1, characterized in that: and an anti-oxidation material layer is coated on the surface of the inner pile tip (2).
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| Application Number | Priority Date | Filing Date | Title |
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| CN202020997186.3U CN212670554U (en) | 2020-06-03 | 2020-06-03 | Full-casing hydraulic hammering soil-squeezing cast-in-place pile device |
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| CN202020997186.3U CN212670554U (en) | 2020-06-03 | 2020-06-03 | Full-casing hydraulic hammering soil-squeezing cast-in-place pile device |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114482033A (en) * | 2022-01-07 | 2022-05-13 | 合肥工业大学 | PHC tubular pile suitable for boulder stratum |
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2020
- 2020-06-03 CN CN202020997186.3U patent/CN212670554U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114482033A (en) * | 2022-01-07 | 2022-05-13 | 合肥工业大学 | PHC tubular pile suitable for boulder stratum |
| CN114482033B (en) * | 2022-01-07 | 2024-01-30 | 合肥工业大学 | PHC tubular pile suitable for boulder stratum |
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